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HomeMy WebLinkAboutParcel Map 35481 Parcel A Hydrology Study ALDI Inc.—Temecula, CA ingenAE, LLC Storm Water Calculations ALDI INC. RANCHO CALIFORNIA ROAD & LYNDIE LANE TEMECULA, CA 92591 HYDROLOGY STUDY October 7,2016 � �� ln enAE `��; g ,.. ,,. _...- ��oQ�pFEssloly�� ,L, F z i U Mark He�ry � �' Foster C 82896 Civil ,S`j.� �P �'Of ` � IngenAE, LLC 301 N. M�in Street, Suite B South Bend, Indiana 46601 574.400.2167 Architecture • Engineering • Environmental www.ingenae.com ?J2612016 Preeipitation Frequency Data Server NC)�1A Atlas'i4,llolume 6,Version 2 �..�.�,,,� Lacation nam�:Temecula,California,USR � �; �atitud�:33.5072°, Longttude:-117.1385° � Eleva#ion:1153 ft* 'spurce:Google Maps ,;,� POINT PRECtPITATION FREQUENGY ESTIMATEa Sanja Perica,Sarah Diel2,Sarah Heim,Liliian Hiner,Kazungu Maitaria,Deborah fvtartin,Sandra Pav!avic,Ishani Roy,Cad Trypaluk,Dale Unruh,Fenglln Yan,Mf�hael Yekta,Tan Zhaa,Genftrey Bonnin,Daniei Brewer,Li-Ghuan Chen,Tye Parzybok,John Yarchoan NQAA.Natianal Weaiher Service,Silver Spring,Maryland PF tabuEar�PF graphical �Ma.�s & aerials PF tabular PDS-based point precipitation frequency estimates with 9p°!o confidence intervals(in inches/hour}1 �__._ __ __ __ _� � � �. Duration�-- - Average recurrencs interval (years � �_ �-��-��_ _. _��_ � _. � __� ___ __._�__ It '_ .JL__ '� .,_�t .��,_� I.___�� _�_ �5. � _ ��� -- -� 100__ _200 � ��-- SOa i 1000 _ _._ 1,43 1.86 2,47 2.99 3.73 A.34 4,99 5.68 6.67 � 7.48 5-min �1.20-1.72} (1.56•2.2a) (2.06-2.99) (2.48-3.65) (2.99�a.72� (3.A0-5.60) (3.80-6,61) (420-7.75) (4.73-9.52) j (5.11-4t1) ������������� -------_s _._. _.__._..... i 1.02 1,3Q 1.T7 2.14 � 2.68 3.11 3.58 4.0? 4.78 x 5.36 90-min � (0.858-1.23) t1.12-1.61) (1.48•2.14) (1,�8-2.61) � (2.14�3.38) (2.44•4.02) (2.72•4�73) (3.d1•5.56) (3.38-6:82) � (3.66•7.93) 15 min E 0.824 1.08 1 43 1.73 2.18 2 51 2.88 3.28 3 86 � 4.32 --- - --- _._,.._... � . - -- -- ---. .._ _- - ---- --- - -- -_�) ! (2.95-6.40) �(0692•0.992} (Q904•1.30} (1 19 1.72) (1.434.10) � (1.73-2.�3) (1.96 324) (2.20-3.82) (2.43•4.Q8) (273 5,5 �3Q-min 6.632 0.826 1.09 1.32 1.66 { 1.92 2.21 2.52 2.96 ; 3.31 (0.53�-0.758} (0.692Y0.994) (Q.916•1�32) (L70-1.61) � (1.32•2.09) � (1�51-2.48) t1.68-2.93) (1.&6�3.44) (2.Q9_4.22) � (2T26-4.90} �60�min ; 0.491 0.642 0.852 1.03 1.29 1.5Q 1.72 1.96 2.30 2.58 (0^413-0.591) (0.539-0.774}� (Q,712-1 A3) (0.855-1.26) (1,03-1.63) I (1.17�1.93) (1.31-2.28) (1,45-2.67) (1.63•3.28) � (1.76•3.82) O.S52 0.461 0.61 U 0.734 0.908 �r 1.05 r 1.19 1.34 1.55 2-hr. _1����������L�L���� 4.72 (0.295-0.422) (0.387-0.556) (0.510-0.736) (0.608-0.894) (0.726-1.15) (Q.818-1a35) (0.9a6-L58) (0.992-1.83j (1.1Q-2.21) ; (1.17-2.54) �3-hr 0 284 0 373 Q.493 0 592 � q 729 i A.837 Q 948 1.06 1.23 l 1 35 (0 239-0.342} (0.318 a.450} (p 412-0.595) (0.491-0.721�E(0 583•4.921)� (0.655 1�08) (4 723-1.26) (0.788 7,45) (0 868-1.75)� (0 924 2AU} 0.206 Q.27't 0.358 0.429 i 0.526 0.602 0.679 0.759 0.869 � 0.955 6-hr �Q,�73-0.248) (0.227-0.327) (0.299-0.432) (0.355-0.522�(Q.421�0.664)�(0.471-0.777) (U.518-0.900} (0.562-1.04) (0.615-1.24)� (0`652�4.41) C______�C____�[�C��C.��__ I� [__�____1C��__________-- ------___. ��12-hr 0•137 0.181 0.258 0.285 0.349 ! 0.399 0.449 0.501 Q.572 4.627 (Q.1t5-0.165} (0,152-0'218)I(0.1990.0mm28$) (0.236•0.347�(0279-Q.441�(0.312•0.515) (Q.342•p.595) (0.371•0.684} (0.405•0�816)�(0.428-0.928) d.089 Q.118 0.156 0.187 0.230 � 0.264 0.298 0.333 Q.3$2 0.420 24hP t0.07&Q.1Q2) {0.104-0.136) (Q.137•0.180) (0.163-0.219)�(0.195-0.278)�(0.219-0.324) (0.241•0.375) (0.263-0.431) (0.289•0.514) (0.308-0.584) 0.051 O.U69 0.094 Q.115 0.145 0170 0.195 a.za2 Q.261 � 0.292 2'day (U.OG5-0.059} (0.(}61�OA80) (O.U83�0.109) (0.101-0.135)j(0.123•0.175�(0.141•0.209} (Q.158•0.246) (Q�175�0.288) (0�198-0.351)�(0214-0.407) 0 435 4 Q4$ 0 08T 0 083 � Q 107 � 0.427 0148 0.171 t1205 0 233 3'day (0 031-D 041} (Q(}43 0 056) (Q 059 0.078) (0 073 0 097) (Q 091 U 129)i(0.105 0 156) {0120 0 187) (0.135�222} (0156 0.276) (0 171 0 325) 0.029 O.QbO 0.086 0.070 0.091 0.108 0.127 0.148 0.17J @.265 4-day��O.Q25-0.033} (0.035�O.Q46) (Q.Q49�0.065) (0.061�Q.082�(OA77•Q.109) (0.090�0.133) (0.103�0.160) (0.117�0.192} (0.136-0.241)�(0.151-0.286j O.U19 0.027 O.Q38 0.048 � 0.062 O.Q74 0.088 0.1p3 0.125 � 0.1d4 7-day (U.417-U.p22} (Ommp24-O,Q31) (O.U33:0.044) (O.Q42-UA56�(0,053-0A75)�(0^062-O.q92} (0.071�0'111) (O.Q81_0,133} (0,095µ0.169�(0.106-0.201) n�Q��y O.Q15 Q U20 0.029 0 03� � 0 Q48 0.057 0 068 v OA$0 0.097 � 0112 (0.013-Q��171 (0_018 0 024j�(Q 026•0.034) (0 032 Ov043�(0 040�0.058�(0.048 0 071) (0 055 0 086) (O.Q63 0 103) (0 074_0.131)�(0 082 0.156j �20�day O.a09 0 Q13 0 019 0 024 (i 031 0.038 0 Q45 OA53 0 064 Q QT4 (0.008�-0 011} (D 011 0 015) (0 016 0 022) (Q_021 0 028) (0 026 0.038) (0.031 0 OG6} (0 036 0 056} (0 042 0 068) (0 049-0 087) (0 055 O.tOA} �30�day O.Q47 O.Q11 0.045 0 019 0.026 � QA31 0,037 d.043 O.Q52 � O.Q61 (0.006-0.008) (0.009�0.012) (0�013•0.018) (0.017-0.023�(0.022-0.031)(q.026-0�038} f0.030;0.046) (Q.034-0.056} (0.440-0�071)�(0.044-0�084) C�45•day �•006 0.008 O.OtZ d.015 0.020 0.024 0.629 Q.�34 0.041 0.047 (0.005-0.(?O7y (0.00T-O.Q10) (0.011-0.014) (0.013-0.018) (0.017•0.024ji(OA20•0.030} (OA23•0.036) (OA27•0.043) (Q.031-OA55) (0.035-O.Q66) o.aos a.aor a.o�o 0.013 0.017 o.oa� a.azs o.aas a.os� o.oa� 60-day �Q Q�_0.006} (0.006-�.008) (O.Q09-0.�12) (q.012-�0:015)�(0.015-0.021)�(0.017•0.026} (0.020•0.031) (0.023-0.038) (0.027-Q.047)�(OA30-0.056} 1 Frecipitation frequency(PF)esUmates in this tabte are based an frequency analysis of partial duration seriss(PDS}. Numbers in parenthesis are PF estimates at kswer and upper bounds of the 9d°/a confidence interval.7he probab�ity that precipitatron frequency estimates(for a given duratbn and average recurrence�Eerval)wiA he greater than the upper bound(or less than the bwer bound)is 5%.Est�nates at upper bounds are nnt checked against probable maximum precipiiation(PMPj estimates and may be higher than currentty vaiid PMP vatues. Please refer to NOAA Atias t4 document fa more i�formaEion. �ck to Ton http:!/hdsc.r�ws.rmaa.gavl6�dsclpfdslpfds�rintaage.html?Iat=33.5072&lon=-717.13658�data=intensity&units-engfish&series=pc� 1/4 i � — .�-- �,1 \ � ���N�t���o �- �, ''r ' ' i �� '�,, � o�py � �� �- / _ _ ; i.'� N�N - � = ,-� " i _ �� � •/� � ��,� � �i� � / � ; /�' j i"j \ , /' /i.% - / / � � , '_- "� " � � / � �i'� -� i � --�1125'-'---_-� --— � �,.,�,% - l y ";,, - =i���'� - � / - � - %- 1 -_ - �ti��- ��; � , �= �- -- �� - ---- �,- f�, f \ - , - ; - , � : � , . _ , : �� .=; �� - �• �O. � ,��! i ` �/ l � . ,' ' i fj` ' i�r i � ,f �!/!7 Jj�f/�`(Jj�j{ +� ` � ,� _ ,fJr: 1 /'�l"j J 11 !`, t , ;�� t//� ,�,, � ; , ; %,r''��t�', ,;/ .r`,r;� ' � �� �, � �� ; \/ / ��`, �''j�"i!'r�� "r/'fJ�� . � � o' ,. � ` , �, � �.O ,f,�, r f( `ff `/� .r . r �� , �. � � / ; �' p l, /f i/ j �1 � j�;;r '�\ � / ,` � ;'1 � I!'�!// .y / �Jf� �� �}�f/ + ti`v\ � ' s � � �-_ �, � �- . j� , '`,� . ' /. 'J�.,`., J��j, f. \. '.���� �ff��' f��! . ��! � � '' � ��:� ,� f J t':,/ .�- . \ •_a. -�,�+��` r`'- \ `�\�� f���f � �: �� r - � �- . / �, f�'f,� /' \l� - .. /�' , / ���� �\ � � � . i � �� � Jf, � / t� 1 � I � �/.^�,�:' __ i .t �\ - V.__ ____.�._� �! "' \ ' � ; � �'� �;\\ ' ��` ''�' \\, , , C\ � \'�i f� � �\ _._ -/ '' `.c=� ;`, / SG04�t�P`� ;% � � � �\�\\\`�� �+s'" ��� ✓ - � J\P� ��. �\ - '�:t� �\ \ � / . -' ! �� /.�� ����Q 1 �',� � .'��� � � �, � i � � _ � �- � k\;�; '{ ����'�� �� , � � � � � ='' `"`--� �1 �? �, �_ � {�. � IMPERVIOUS AREA � PERVfOUS AREA �fSCHARGE TO RANCHO CALlFORNIA ROAD OISCHARGE TO VIA LAS COUNAS IMPERVIOUS AREA: 0.00 ACRES IMPERVIOUS AREA: 0.00 ACRES �RVIOUS AREA: 1.03 ACRES PERVIOUS AREA: 0.72 ACRES TOTAL: 1.03 ACRES TOTAL: 0.75 ACRES ;; EXISTING STORM WATER ALDI INC 1 n g e n A E �� DISCHARGE ' �0/0�/2o�s �'' sca�.�: i so VIA LAS COLINAS N �� - � TEMECULA, CA EX[ST[NG SITE CURB (3UTI.ET 10-YEAR FLOW Autodesk Starm and Sanitary Analysis 2d16 �roj�ct Descrip�i�n File Name........................................................................... ALDI Inc.-Temecula,CA-Existing.SPF I�t'OJ�C�Qpt1A�i� FfowUnits.......................................................................... CFS Elevation Type................................................................... Elevation Hydrology Method.............................................................. Rational Time oF Concentration(TQC)Method................................. User•Defined Link Routing Method........................................................... Hydrodynamio �nable Overfiow Pondin�at Nodes.................................... YES Skip Steady State Analysis Time Periads........................... NO Analysis Op#ion� Start Anafysis On................................................................ Fet�26,2016 00:00:00 End Analysis On................................................................. Feb 26,201& 06:00:00 StaR Reporting On............................................................. Feb 26,2016 00:00:00 Antecedent Dry Days.......................................................... 0 days Runoff(Dry Weather)Time Step........................................ 0 01:00:00 days hh:mm:ss f2unoff(Wet Weather)Time Step....................................... Q 00:05:00 days hh:mm:ss Repo�t'rng Time Stap.......................................................... 0 00:05:00 days hh:mm:ss Routing Time Step.............................................................. 30 seconds 62ainfall Details Return Perlod...................................................................... 10 year(s) Autodesk Storm and 5anitary Analysis 2Q16 Nflt�� �UC11tYt�ty SN Etament Elem�znt Inv�rt Ground/Rim initiat Surcharge Peak Max 7Atal Total7ime ID Type Elevation (Max) Water Elsvation Inflow Suroharge Fiooded Flaoded Elevation Elevation Depth Uolume Attained (tt) (tt} {ft} (� (cts) (tt) (ac-in) (min) 1 Rancno Cal Road•Curb Junction 1122.68 1122.68 1122.68 0.00 0.14 0.00 0.00 b.00 2 Via Las Colinas-Curb ,Junction 1122.30 1122.3R 1122.30 0,00 0.10 O.Od 0.00 0.00 3 Rancho Cal Road OutFali 1122.6$ 4.14 4 Via Las Calinas OutfaiC 1122.30 d.10 Aulodeak Storm and Sa�i4^�ry Anaiysis 2Q18 Sc�bbasin HydrologY Subbasin ;Site-Nor#h ir�put Data Area(ac).......................................................1.03 Weighted R�noft Coefficient.........................0.1000 �UttOff G'P['fflGl@tt� Area Soil Runoff SaiUSurtace Descri tion acres Grou Cooff. Perviaus 1.03 - 0.10 Composite Area&Weighted RunoN Coeff. 1.03 Q.10 Subbasin Runoff Results Total Rainfall(in).......................................... d.86 Totel RunoH(in)............................................Q.07 Peak Runoff{cis)..........................................0.14 Rainiall intensity........................................... i:320 Weighted Runaft Cpefficient.........................Q.1400 Time of ConceMratlon(days hh;mm:ss).......p 00:3Q:OQ Aufodesk Stortn and Sanitary Analysis 2u�R Subbasin:Site•North RunoPf Hydrograph 0 14 0 135 0 13 ; i � 0125 : t...._.. ._ i... _. _�_.. � _...__._ ' ___ } .__...... �.__. 0t2 ! : . : ' ' { O,ii5 _ � � ; Of1 � i � � � � � � � � 0 105 � - - -- _-+ _ ..__ t _ - � -- -j j 01 ' _ _ ._.._J _ _._ j ._..___ � - - l._ _ _�- .--� - - . _ - � _ __ 0 095 � � i , . t I { i � OQ9 ; i_ f � � . . 1 0 085 , �. _ 1 r -- � � __. i_ ___. --' ' �oos. � _ __ f __ _ __ �ms ___.._ --- �---- __ , - �-- - ---;--� -- -- . _ � � ' = oo� : : � i , , � ; � �o� _� _ } _: j , ; t - � o� _ ; � f � �_ k _. � _ t o c�ss ___.__ } ..�_._� �____ _}--__ _ ._ _�- ---.-i ---._ +. __ 0 os i j a OA45 , f ._. 0 04 1 ; 0.035 _ ' _� t 0 03 � _ _ , 0 025 ...__.. ..__.._. .. _._. _ . _..._...� __._._ � ........__ .i. � � 0 02 + � 0 015 001 0 005 0 05 1 15 2 25 3 35 4 4.5 5 5.5 T�me(hrs) &utadesk Storm and Sanieary Maiysis 2Q18 Subbasin:3ite-5outh Input Data Area(ao}.......................................................0.72 Weighted Runoft GaefCcient.........................Q.1000 �2Ult6�f COEfflC�811t Area Soil RunoH &niUSurface Glescription �acres) Group Caaff. P�rvious 0.72 � 0.10 Camposite Area 8 Weighted f2unqH Coeff. 0.72 0.10 Subbasin Runoff R�su6ts Tot�l RainfalE(inj.............................:............ 0.86 7otal Runoff(in)............................................0.07 peak Ftunoff(cfs)..........................................0.�0 Rainfall Intensity........................................... 1.320 Weighied RunoH Caefficient.........................0.1000 Time nf Cancentration(days hh:mm:ss).......0 Q0:30:00 , Auladesk Slorm and Sanitary Analysis 2016 Subbasin:Site•South RunoPf Hydrograph o to5 - O1 0.095 0 09 0 085 0 08 0.075 , ?_ � _ _ _ _! 0.07 r _ 1 f 0 065 � ! ` . , , � �--p p6 ._ � : ._ _.__, _.__ _ . . cn ` � . _ � � ; � , ;� �n.os� ' __ � � � � + -- -� . } _ _ _ , ; � __ _ w � � f � � u as ; , _ .. ; � � �0045 _ ! � _ _.__1 . . _. 004 -- � .____ �--- - -- -_. _ ___! _- i -- 0 0� ' - _ _.� __ j_ --� _-- � _._ E � 003 � , _ 0025 � i_ � . � f OD2 --- __.__ ._..-5- __-� --— ----- - ( }__- i 0015 __ i ; __ _} _ 0 Ot 0�5 0 05 1 15 2 25 3 3.5 4 45 5 5.5 T�me(hrs) Autodeak Storm and Sanitary Analysis 2p16 JunCtion lnput SN EEement invert Graund/F2im ID Elevation (Max) Eievation (ft) (ft) 1 Rancno Cai Road-Curb 1122.68 1122.68 2 Via Las Colinas-Curb 1922.30 1122.30 Autodesk Storm and 8anitary Analysis 2Q16 Junction Resuits SN Element P�ak P�ak Max HGL Max HGL Max Flvarage NGL Average NGL Time of Totak Tatai 7ime Ip inifow Lateral Elevation Depth Surcharge Elevation Depth Max HGL Flooded Flooded inflow Attained Attained Depth Aktained Attained Ocaurrence Volume Attained (cts) (cfs) (ft� (ft) (tt) (ft} (ft} (d2ys hh:mm) (ac-in) (min} 1 Rancno Cai Raad-Cc�rb 0.1A 0.1Q 1123.12 �.A4 O.flO 1123.01 0.33 Q OQ:34 4.00 Q.00 2 Via Las Colinas-Curb 0.10 0.10 1723.06 �.76 0.00 1122.99 0.69 Q 00:3Q 0.00 Q,00 EXISTING SITE CTJRB OUTLET 100-YEt�R FLOW Autodesk Starm and Sanitary Analysis 2a16 project Des�ripti�an File Name........................................................................... ALDI Inc.-Temecufa,CA-Existing.SPF Pt"t'3j£Ct�p'kIf�11S FfowUnits.......................................................................... CFS �levation Type................................................................... Elevation Hydralagy Method.............................................................. Rationaf Time of Concentration(TOC)Method................................. User-Defined link Routing Methad........................................................... Nydrodynamic Enable Overflow Ponding at Nodes.................................... YE8 Skip Steady State Analysis Time Periods........................... NO ,4nalysis t�ptian� Start Anatysis On................................................................ Feb 2&,2046 00:00:09 End Analysis On................................................................. Feb 26,2016 06:OO:Od Start Reporting On............................................................. Feb 26,2016 00:00:00 Antecedent Dry Days.......................................................... 0 days Runoff(Dry Weather)Time Step........................................ 0 01:D1�:00 days hh:mm:ss Runoff(Wet Weather}Time Step....................................... Q Q0:05:00 days hh:mm:ss F2eporting Time Step.......................................................... 0 00:05:OU days hh:mm:ss Routing Time Step.............................................................. 30 seconds Rainfall t]etails Return Period...................................................................... 100 year(s) Autodesk Storm and Sanitary Analysis 2016 Node Summary SN Elem�nt Elem�nt Invert GroG�nd/Rim InitiaE Surcharge Peak tilax Total Total Time ID Type Elevation (Max) Water Eievation Inflow Surcharge Floaded Flooded Elevation Elevation Depth Volume Attained (ti) (it} (ft) (ft) (ots� tk) tac-in) (min) �1 Rancno Cai Road•Curb Junction 1122.68 1122.68 1122.68 0.00 0.23 0.00 0.00 0.00 2 Via las Colinas-Curb Junction 1122,30 1122.30 1122.3Q OAO 0.16 4.00 0.00 0.00 3 Rancho C�I Road Qutfall 1122.68 0.23 4 Via las Colinas Outfall 1122.30 0.16 Autodesk Starm and Senitary Analysis 2016 5ubbasin Mydroicrgy Subbasin:Site-iVorth Input Data Area(ac)....................................................... 1.03 1Neighted RunoN Cae�cient.........................p.1000 Runaff Goefficienk Area Soil f2unoff SoiUSurface Descri tion acres Grou Coeff. Pervious 1.03 - Q.1� Composite Area&Weighted Runoff Coeff. 1.03 Q,1Q 5ubbasin Runoff Resuits Total Rainfall(in).......................................... 1.11 Totai Runoff(inf............................................0.11 Peak Runoff(cfs)..........................................0.23 Rainfall intensity........................................... 2.210 ' Weighted Runofl Coefficient.........................0.10Q0 Time of Concentration(days hh:mm:ss),......p 00:30:00 Aulodesk Storm and Sanitary Analysis 2018 Subbasin:Site•North Runoff Hydrograph 0 23 0 22 0 21 : _ ; � . , � � 02 i _ _- � • _ _. 019 ' _ ' . _ � ' i _ ��__ . ; . . ; t 0 18 � : _ • � . j � ; 0,7 . ' _,__ . ;_ __. � ,_ __ -.--�._ _ . t � . _ , � ` o�e `-__ -= -- - �- -_�___ ._-- ____ - ----. ----- �------- ; , , n�s . __ _...t__ # a. ; ; i ; � � ; o�a �._ _ ,_ _ _ : _ , �.. ! _ +- �o�3 __ . _ �_ . + - -i , �o ia __ � -- — - � __ _ _ _ _ .j- --j— � C 011 -�- — -- - i - - - - � _ __ 1 _ a o� _ Z _.__.. .. . __� ____ 4...... .__. .. ... _.._ 0 oy __i __.__ _ __�. __ _ _._. . , . 008 __ ........__ .- - ---_ _--__ ___ ____f_ _ i _.. -- -----� --... � 0 07 - --- -__-- -.__. __ _ ____�. _ � � � 0 06 __ � ___._ __.._ � ; . _.. __ _ - - � � � � 0 05 x 'i � _ � OD4 -- t --. _ ...f _ _.. --. � f_ .... .. . .� _..___.. 003 _..---_..____ #___.... ___ --......... _... . ___ ......... . � 0 02 0�1 0 05 1 1.5 2 25 3 3.5 4 4.5 5 5.5 Time(hrs) Autadesk Storm and Sanitary Analysis 2016 >ubbasin:Site-Sou%h Input Data AreaCac).......................................................4.72 Weighted Runvfl CoeNicfent.........................0.1000 Runoff Coefficient Area Soi� RunoH SniUSuriace Description (ecres) Group Coeff. Pervious 0.72 - O.iQ Composits Area 8 Weighted Run4ft Cosff. 0,72 p.1p Subbasin Runoff Resuits Total Rainfall(in).......................................... 1.11 Total Runaff(in}............................................0.11 Peak Runoff(of5j..........................................0.16 Rain(all lntensity........................................... 2210 Weightetl RunoN Coefficient.........................0.9000 Time ot Concenhation{days hh:mm:ss).......Q 00:30:00 Aulodesk Storm and Sanitary Analysis 2016 Subbasin:Site•South RunoPf Hydrograph O t7 016 ; , � � O.t5 ' -------'-------_ -- ---' -- - --. � ------- .___ , 014 , _ . _ � t—_. . _ . _ � s , � 0,3 � i __ _ _ � _ _ i D 12 ___. ._-----+-------- ------ � � i 011 _ .. __ ._ . .j..... ...._. _.. _ __ . _.._ � _ � j ! ; o� : . ; _ : , N ' ' �a o9 _.._.._._.. ._..._______ � o os _.. _. ._ _ a' ( 0 0� ' . . , � 0 os i _ _____: ._.___. 1 .___._ -�-----_ _I.__ __...�_ i � + --r--— ! � � .___._ __--- o as � ` a oa t � . , j j � 3 + < 003 _— t _ _ � _ _ �___-- — _.__.._.. __._--3--- __. _ __- � �._._ - -.. 002 ! _ { , 001 0 05 1 L5 2 25 3 3.5 b 4.5 5 5.5 Time(hrs) Autodesk Storm and Sanitary Anaiysis 2016 Junctiran lnput SN Elsment Invert GroundlRim ip Elevation (Max) Elevation (ft) (ft) 1 Rancno Cal Road-Gurb 1122.6$ 1122.68 2 Via Las Colinas-Curb 1122.30 1122.30 Autadesk Storrr�and Sanitary Analysis 2416 Junction Result� 8N Etement Peak Peak Max HGL Max HGl Max Average hlG�Average HGL Tim�of Total Tatal Time ID inilow Laterai Elevation Depth Suroharge Elevation Depth tvtax HGL Fiaaded Floaded Infiow Attained Attained Oepih Attained Attained Occurrence Volums Attained (cFs) (cfs) (ft1 (ft) (ft) (tt} (ft� (days hh:mm} (ac-in) (min) 1 Raneno Cal Road-Curb Q.23 0.23 1123.19 0.51 O.QO 1123.01 Q.33 Q OQ:30 0.00 0.00 2 Via Las Colinas-Curb 0.16 0.18 1123.Q9 0.79 O.QQ 1923.p0 Q.70 D 00:3Q 0.40 0,00 . RN\PaoPo /\ �y\�o . � _ NG�,O �� % \ � :i" �\ Fv, /i�%� ��' � V `� i / i � � � V � _ / , ,� � � \ ' / i� y \ --- � \ � / / � ` \ ___-__ �Jt. �� 1 /" �' /J' \ \ '_.___ / - \ / /' ` \\ � � \ /� � � '�� A � � � V � � � �� :� , f A � � � '� ��, A _ ,� � � \ ,� j - � \\\ '\�`�, � ---- �\ \ `'\ \ \\�:\`•'� -- `� �� \ % � \\� � ,_ ti � \ � � � �\ � � �. � � �� � y� O O ,� _ � O � r � -'q .- o ° `���'.`,�� ,. %" _ ,=�� DMA //9 e �i J \ �� ,1 . ��„�,�_, ���� % \\� ` '�%'f � . � . � \� DMA �/8 . j ` S� / , � � yGpV\NPS ��r i O ��P� � IMPERVIOUS AREA . / � � PERVIOUS AREA / .__.�.__�_.r_.�_._._.___.._.___.�______. .....__�.._ ROOF AREA ( DMA#8 � IMPERVIOUS AREA: 0.068 ACRES eERVIOUS AREA: 0.020 ACRES � TOTAL: 0.088 ACRES t__ _ __ . _ _ . _ __ __ _ __.. DISGNARGE TO LAS VIA COLINAS OMA �49 DMA #8 0.�88 ACRES IMPERVIOUS & BIDG. AREA: 0.220 ACRES OMA �9 0.251 ACRES PERVIOUS AREA: 0.031 ACRES TOTAI: 0.339 ACRES TOTAL 0.251 ACRES i,., PROPOSED STORM WATER ALDI INC 1 n g e n A E ;�: DISCHARGE VIA LAS COLINAS �0/o�/2a�s �-'' N $c`�'E: 1 5o TEMECULA, CA FROFQSED SITE CURB OUTLET lO�YEAR FLQW Autqdesk Stprm and Sanikary Anatysis 2p16 Projec# Descriptic�n File Name........................................................................... ALDI Inc.-Temecula,CA-Propased.SPF �t'O�#:C�Qp�lAfl� FiowUnits.......................................................................... CFS Elevation Type................................................................... Elevatian Hydralogy Method.............................................................. Rationai Time of Concentration(TOC)Method................................. User-Defined link Routing Melhad........................................................... Hydrodynamia E�abie Overfiow Ponding at Nodes.................................... YES Skip Steady State Analysis Time Periods........................... NO AnalysiS 4ptiOnS Start Analysis On................................................................ Feb 26,2016 00:00:00 End Analysis On................................................................. Fe6 26,20t& O6:OQ:00 Start Reporting dn............................................................. Feb 26,2016 00:00:00 Antecedent Dry Days.......................................................... 0 days Runoff(Dry Weather)Time Step........................................ 0 01:00:00 days hh:mm:ss Runaff(Wet Weather)7ime Step....................................... p OQ:05:00 days hh:mm:ss Reporting Time Step.......................................................... 0 00:05:00 days hh:mm:ss Routing Time Step.............................................................. 30 seconds Rainfall Details Return Period...................................................................... 10 year(s) Autadesk Staem and Sanitary Analysis 2p16 NOd� �U1YitTlc�ly SN Element Element invert GroundlRim Initial Surcharge F'eak Max NGL Max Totai TqRai Time ID Type Elevation (Max) Water Elevation inflow Elevation 5urcharge Fioaded Flooded Eievation Elevation Attained Qepth Volume Attained (ft) (tt) (ft) (fit) (cts) {ft) (ft) (ac-in) (min) 1 BMR#8 Junction 1122.67 1127.00 1122.67 0.00 0.15 1122.86 0.00 0.00 0.00 2 BMP#9 Junction 1122.43 1127.00 t122.43 OAD 0.62 1122.80 0.00 0.00 Q.QO 3 Via Las Colinas Q�tfall 1122.30 4.62 1122.61 �'�:/�,K F�l�C�1C7�F`1�C3 CU�B �7l)TL.FT 3S LF`.a'� 1�1—lP,i'J 5 CF� Autod�sk Storrn and Senitary A�talysis 2Q16 Subba�fn Hydr'calogY �ubbasin :DMA#8 lnput Data Area{ac).......................................................U.09 WeigMed Runofi Coe4ficient.........................0.8000 RUt101f G4effIC18nx fvea Soii Runoff 5oilfSurface Descri tion acres Grau Coeff. Impervioas 0.07 - 1.Q� Pervious 0.02 - 0.10 Composite Area&Weighted Runnff Co-eN. 0.09 0.80 SuBbasin Runaff Results Total Rainfait(in}.......................................... 0.36 Total Runoff(in)............................................0.29 Peak Runoff(cfs)..........................................0.15 Rainfail intensiry........................................... 2.140 Weighted Runafi Coe�cient.........................Q.80D0 Time of Concentration(days hh:mm:ss).......0 00:10:00 Autadesk Stortn and Sanitary Analysis 201 B 3ubhasin:DMA#8 Runoff Hydrograph O:t55 0 15 0.145 0.14 _.-- -- ------ tJ ----- r ---- f�- -- , --------- --- i--- . 0.135 - E -_ _ __ 1 -_ _�__ , l--- _�. - _ . _ 013 --- 1- _. � _.... . ..t. r 4 . O t25 _ �.. � ... .._ � ., __.__ i _ _.. _ 4 . .____ .�-_. . _ ._._ .. ._._F. { _. _ _.. i 0 i2 t - � -- � _ _. -- - �- - j 0.115 ! _( -- t _ 1 __ __ _,i-- .._ j 0.11 --�- ---- -' _._ ... J-._ - � -- �-- -- -- _-- --; ----- ( — 0105 � � � • � , ; 01 i � , . ' : f ._ � . i _ . � __ N��g ._. ..� - _� _ _ . � __ : _ _ I j _ _ __ ' _ . .. i _.t � i �o oes ----�-- -- ---- -fi - --_ l -- - --� --- - ,� o oa - �- - � - � - __ _ -t -_._ � _.. 00 o�s - � � � , ..__ _ _ _ ' .__ ._ . j � ��� .. . . __. j. _ r_. . _.. '_." .�" " . _.__ .._. f ...__. t �.. _ . �p.�j . . ' . j . .. t .. __. �. . ... .. ..., . ..___ ..... S ..... { . ��" _ __ . �__."t ' "' __ . _.�,__ _' "__ "_"- i "_ ' "_"___ �.��'J' '._' _.�....._'___.�...�..._,...��'_ "_' '_�_ ."_'_._, -^..�._ _,_. .. - � . .. � .___" "" �..__'__. .__.. O�J . } ... _ _'._ _ . _' ___ _..__ .,. _" '.- �: " _ _ "'. ___- ' '""_ � _ """ " � 0 045 . ? T- _ _._ _..___--- -_. .._ . . __. _ _i. . .� .. .. . _ ._ .._. _ ._ _._. `-- 0 oa . _ _.... . ; f _ ; ; 0035 T __ __ � --- - 0.03 _ i3 _ __ 0 025 _ i _ --- ---- -- — �----. -- -- �-—---� - ---f _._ 1..___ — -—— . � _. � t i _� � 00� . . . . . r _ _ . _ . l . ._..i._ _ . 0 015 ' 001 D.Q75 D 05 1 1.5 2 25 3 35 4 4.5 5 5.5 Time(hrs) Autadesk 3tarm and Sanitary An�lysis 2018 SUbbaSit1: DMrA#9 Input Data Area(�c}.......................................................0.25 Weighted Runoff Coefti�4ent.........................p.89Q0 Runoff Coefficient Area Soil Runoff Soi�Surtac.�D�scriptian (ecres) Group Coeff. Impervious 0,22 - 1.D0 Pervious 0,03 - Q.19 Compqsite Area 8 Weighted RunoH Coeff. 025 p.89 Subbasin Runoff Resuits Total Reinfaii(in).......................................... 0,36 Total Runo(f(in)............................................Q.32 Peak Runo(f(cfs)..........................................0.4$ Rainfall intensity........................................... 2.140 Weighted RunoFf CoeNicie�t.........................0.8900 Time of Concentration(days hh;mm:ss).......0 00:10:00 Aulodesk Stortn and Sanitary Analysis 2016 Subbasin:DMA#9 Runoff Hydrograph 0.5 0 48 0 46 0 44 . _ . __— , i 0 42 : i _ � ., �. � � , , 04 s _ ' } �-- — __ _i }._ y._ ....._ 038 � 1 3 ,_ _ .. . _.1 _ }. __ . i - ' '. 0.36 _ _--i— -- ._e .__ _ _�_-- a I —� ; 1 034 _— + -- r_ _ i.._.._.._ 032 __.�._. _; __ ; 03 ' � ----- --- _ _ _, N p� � _—_+. _ . "_' � ���. . ------ — —4+---- � 024 � _ . f �— { _ _ ; , � ; J- ! : aon : __ J _ � , - __ _ . _ -f _ � _ , - . _ . ... � _ - . _ _ . _ _ _. o s ---�------�-------} �------ -- ------t---- - ------------ �- -- -� - _ o ie -- � - --- - � --- - -- _ S ---- -- - - ---- i f d14. i _ _ _. � _ � _ _. .. 0 12 _�. _ _.. __.... __.�. � _._. i. � ____ __- ! r o i _!. __ _ - --� - � _ __ . � _ . i.----.. , . _.. .. oos _ -_. . . . -__, __ : . _. _=-_ _ �- _ _- ---- -- - -- ----- -�. : � ; � oos . , _ � � o aa 0 02 D 05 1 15 2 25 3 3.5 4 4.5 5 5.5 Tlme(hrs) Autodesk Starm and Sanitary Analysis 2Q1� J�a�"Ic#Ic��"1 llipt,l# SN Element Invert Ground/Rim ID Elevation (Max) Elevatian (ft� (ft) 1 6MP#$ 1122.87 1127.00 2 BMP#9 1122.A3 1127.00 Autadesk Storm and Sanitary Analysis 2076 JunctiQn R�SUit� SN Element Peak Peak Max HGL Max HGL Max Average HGL Average HGL 'Fime of 7otai 7otai Time ID tnflow Laieral Elevation Depth Surcharge Elevatian Depth Max HGL Ftooded Fiooded Inflow Attained Attained Depth Akteinad Attained Occurrence Voiume Attained (cfs) (cts) (it} (FU (ft) {ttZ (ft} (days hh:mm) (ao-in) (min� 1 BMP#8 0.15 0.15 1122.86 0.19 0.00 1122.68 0.�1 0 00:10 O.bO Q.00 2 BMP#9 0.62 Q48 1122.80 0.37 0.00 9122.44 Q.01 0 Q0:10 d.QO 0.00 Autod�sk Storm and Sanitary Anelysis z016 Pipe Inpufi SN Element length Inlet Inlet dutlet Qutlet Totai Average Pipe Pipe Pipe Manning's Entrance ExiU6end Additional No.of Ip invert Invert Invert invert Drop Slope Shape Diameter or Width Roughness Losses Losses losses Barrels Eievation nfEset Elevation Offset Height (ft) (ft} (ft) (ft) (ft) {ft� (%) {in} (in) 7 S-9 47.04 1122.67 0.00 1122.43 0.00 0.24 0.51Q0 CIRGULAR f.00Q BA00 0.011p 4.5000 0.5000 0.0000 1 2 9-CURB 26.00 1122.A3 0.00 1122.30 0.00 0.13 0.5000 CIRCULAR 12.000 92.00Q 0.4110 0.5000 0.5000 0.000(1 1 Autadesk Starm and Sanitary Analysis 2076 Pipe ResUItS SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Fiow Totai Time ID Flow Peak Fipw Capacity Design Fiow Velocity Time Depth depEh/ Surcharged Occurrsnce Ratio Totai(�epth Ratio tcfs) (d�ys hh:mm) (cfs� (fVsec} (min) (ftf (min) 1 8-9 0.15 0 00:10 0.47 0.31 1.32 a.59 0.28 0.56 0.00 2 9-CURB Q.62 0 00:10 2.98 021 2.66 0.16 0.34 q.34 0.00 � ' ' ' ��i O£'2ZTT �aMUI � � � � e 1 : .....,._.: - �I : - � Y.otTo� ��ry stA�2i •Voll ev � �i , _. ... � ,}. .j..{..{..j..y..j..�..}..�. �/ � ' � p..j. _ .{..t_' 'f.'i••i• 1$ .i. .i..t..�..i..�. , � �. .. ' . . � �. _ .i..{.. .{ ,. �E L��a� � , 'Q - - • a��$��� �{i 3 � g '�' < A' "!�o ������ � � � _ x ; ; � � � » C�',L2SS..uiOVj. - ' � � M�M � � ; ..... �. .. .... .. ..... .. . ........, -. 1� 00'CZiT�itQ ' 61�dM9 QI �Vol1 : - . . . . . . � .. .... . . ....:.."'............:...-.:..:"'_ " . . a �F� � � �� � . � � . ' � . q � - - � , Z A � . I � � « . � � �' �� � c . , � g - � � �. : Q y�, , � � � 3 i . � } { .f. .i.. {..y. �88r�� � � — �^�� � �' 8. 5 � � ;;€; . ; . . {- t �t� 1 1 �. .���$�.� � ': ' � " •- ��3 E .t. � . ' j..i. .{..j..�. . . , , � � j..}..,L.�...�. � � ;...�..�..;--i..j..b..j..}--i� 1� �'r . . � , .. . S ' . , , . ` �, ; j • o ( ';' � � " _. . . . ' ' ' ' � Y ) x ' T . . . . � . r.. . o �7 L9'ZEti a+�nu= . • . � 77 00'L2TI��id � 9t di18 d7 �D%1 . , . . . . . 4 w g�n �� . . ' - . . . . . . . . F �� � : . . . . . _ . . .. . a i� m �� � m N �g � �0 7C � � •� � 7+ `^t�'£J .C'' "H'c � FV f3 t3 F1 F� � 9�L e.e 6$�'"Z�e�s. � � � RFA 7E72iC3� _ lC �C� 2C �� �� _ ��� �� ��o�� ��. � � � .. � r � � � .- � � (r)��a3 _ .. _ � � .. _ _ - _ � z $i � r��q � �� n gi C S �ROFos�n s��E cc�R� ov��.ET 100-YEAR FLOW Autodesk Storm and Sanitary Arialysis 2416 ProJect Descr�ptlnn File Name........................................................................... AL01 Inc.-Temecula,CA-Propased.9PF Pro�@Cfi Ci�?tiQt1S FfowUrrits.......................................................................... CFS Elevatian Type................................................................... Elevation Hydrolagy Method.............................................................. Ratianal Time oF Concentration(TOC)Method................................. User-Defined Link Rauting Method........................................................... Hydrodynamic Enable Overfiow Ponding at Node§.................................... YES 5kip Steady State Anatysis Time Periods........................... NO Analysis Options 5tart Analysis On................................................................ Feb 26,2016 OO:OO:OQ End Anafysis Qn................................................................. Feb 26,2016 06:00:00 Start Reporting On............................................................. Feb 26,2016 00:00:00 Antecedenf Dry Days.......................................................... 0 days Runoff(Dry Weather)Time Siep........................................ 0 09:00:00 days hh:mm:ss RunofE(Wet Weather)7ime Step....................................... Q OO:OS:00 days hh:mm:ss Reporting Time Step.......................................................... 0 00:05:00 days hh:mm:ss Routing Time Step.............................................................. 34 seconds Rainfall Details ReturnPerfod...................................................................... 100 year(s) Autadesk Starm and Sanitery Analysis 2016 �4�@ ��.ltT11'T1�t'y 5N Element Element invert GroundlRim Initial Surcharc�e Peak Max HGL Max Total Total Time ID Type Elevation (Max) Water Elevation inflow Elevation Surcharge Floocled Flooded Elevation Elevation Attained Depth uolume Attained (ft) (ft) (tt) (ft) (cts) (ft) (ft) (ac-in) {min) � 1 BMP#8 Junction 1122.67 112Z00 1122.67 0.00 0.25 1123.00 OAO 0.00 0.00 2 BMP#9 Junctian 1122.43 1127.00 1122.43 O.DO 1.OA 1122.92 Q.00 0.00 0.00 3 Via Las Coiinas OuNail 1922.30 1.03 1122.71 ("LI-lP\ i—iVl�ivi i �!ll �,V71L� ��..�I��..L..d t'r'..r° �,4.._��J�31�1 i,'-�17 7 ���+..) Autodesk Storm and Sanitary An�lysis 2016 Subbasin Hydreaingy Subbasin ; �MA#8 Input pata Area(ac).......................................................0.09 Weighted Runoff Coefficient.........................0.8�00 Runoff Gaefficient Area Soil Runo�f Soil/Surtace Oescri tion acres Grou Cceff. Impervious 0,07 - 1.00 Pervious 0.02 - 0.1p Composite Area&Weighted itunpff Coeff. 4,09 0.80 Subbasin Runaft Ftesuits Tntal Rainfal!(in).......................................... 0.60 Total Runoff(in)............................................0.48 Peak RunoH(cts)..........................................0:25 Rainfall intensity........................................... 3.589 Welghted Runoff Cpe�clent.........................0.8000 Time of Concentration(days hh:mmss).....,.0 00:10:00 Aulodesk Stortn and Sanitary Analysis 2018 Subbasin:DMA#8 RunoPf Hydrograph 0 26 025 0.24 0,23 � � 022. __--t__----�_� -----_ 021 � � 02 � . 019 -- ---�— -- 0.18 j' � ' : i -_ _ __j._._ .. _: ; . 0 17 i ' % 1 ! � � � f t � 016, . . N 0 15 i. oi } .I. _ � i . _.__. _ _ i u014 _ _�.__ ..---�--------t------- ._.._.__. 1_._.---___..._ __------�. __----- - --__.__. ,.. � � � ( 0 013 _ __.�__ ___.� _ _. r_ . - , _. __ f _.. . ..i.. _i ___. _-- __ � � 012 _ _ _ __ _, . � _. � __.... � o„ 1 ... � � j . � o, - -- -- ---- ----- � ----- - __ �------- _ ----� --—-� ------- ---- t 4 0.�9 -- - _ '-- } ---_ — __ .. _- - - —� ��_ �'_ _._�._.—____ 008 . . .,_�_._..__......+_..__ _.. l _,..._ ._.�_ _ _ i --- _ . _ ..__� _____ __ ' --..__... I_. ' ' i 1 0 0� r , � , E G06 _ � � :_ • o.� _ _ � _ __ .. _ ... � . __ �_ ' , , � � _ _ __ ooa .._�.. .. _ __ } ___ -, _ _.. _ _ . __ �. _ 1 I i � � I i 0 03 0 02 001 0 05 1 15 2 25 3 35 4 4.5 5 5.5 Tlme(hrs) Aulodesk Storm�nd 8anitaty Analysis 2p16 Subbasin :DMA#9 lnput Data Area(ac).......................................................0.25 Weighied Runoff Coefficient.........................0.89Qq Runoff Caefficient Area Soil Runoff SoiVSurface D�scription (acres} Group Coeff. Impprvious 0.22 - 1.00 Pervipus 0.08 - 0.10 Composite Area R Weighted Runoff Cosff. Q.2�a Q.$9 3ubbasin Runoff Resuits Tntal Raintalt(in).......................................... O.6q 7otal Runoff(in)............................................0.53 Peak Runotf(cfs}..........................................0.80 Rainfall Intensity........................................... 3.580 Weighted RuaoH Coe�cien!.........................0.8900 Time of Concentratian(days hh:mm;ss)..,..,.0 00:10:00 Aulodask Slorrn and Sanitary Malysis 2018 Subbasin:DMA#9 Runofl Hydrograph 0 65 08 0 75 07 0 65 06 ' � 0 55 , � t � . . __ . f _ _ t. _..... � , i � 05 }- _� t . � � � ' � �— , c ,_ ____, -__._...._ _.___ _ . �0 45 _.__.. _ ___ - _ � � i � D4 � ._ _ — - j i �_ ' � 035 ___ � _.__ _...._ — • __ � ; __ �. j- I � ;_ l _ � 1 _ �___ _ _ os � _ i __ � ' j � i o z5 i � ' � , � i ' I � � i i 02 � ; • i o,s --1-- ___�-----— ------�.-----—___.—�_—� � — --� ---- o t � _ � _ � � � ____ I __ _— � _ .i ___. i 0 os D Q5 1 15 2 25 3 35 4 4.5 5 5.5 Time(hrs) Autodesk Starm and S�nitary Analysis 2016 Je�nc#iOn Inpu� SN Element invert Ground/Rim ID Elevation (Max) Elevation (ft) (ft) 1 8MP#8 1122.67 1127.00 2 BMP#9 1122.A3 1127.OQ Autodask Starm and Sanitary Analysis 2016 Junction Results SN Element Peak Peak Max HGL Max HGL Max Average HG�Average HGL Time of Totai Total Time ID infiow Lateral Elevation Dapth Surcharge Elevation Depth Max HGL Flaocied Fioaded Inflow Attained Attained Depth Attained Attained Occurrence Valume Attained (cfs} (cfs) (ft) (h) (fU (ft) (ft) (days hh:mm} (aG-in) (min) + 1 BMP#8 0.25 0.25 1123.40 0.33 0.00 1122.68 0.01 0 00:10 0.00 O.dO 2 BMP#9 7.Q4 0.80 1122.92 Q.49 0,00 1722.45 0.02 0 00:70 O.QO 9.A0 Autodesk$torm and Sanitary Analysis 2016 F�ip� Input 5N Elem�nt Length Inlet iniat Qutt@t Qutlet Total Average Pipe Pipe Pipe Manning's Entranc� ExiUBend Additionai No.of ID invert Invert Invert Invert Drop Siope Shape Diameter or Widih Roughness Losses losses Losses Barrels Elevation Offset Elevation Qffset Height (ft) (ff} (ft) (ft) (ft) (ft) (°fo) (in) (in) 1 8-9 �47.00 1122.&7 0.00 1122.43 0.00 0.2A 0.51p�CIRCULAR 6.000 6.000 0.0110 0.5000 0.50Q0 Q.0000 1 2 9-CURB 26.00 1122.Q3 0.00 1122.30 0.00 0.13 0.5U00 CIRCULAR 12.000 12.000 0.0110 0.50Q0 0.5000 0.0000 1 Autpdesk$tarm and Sanitary Analysis 2016 Rl�l� �@SUI�S SN Element P�ak Time af D�sign Plaw Peak Flowl Peak Fiow Travel Peak Fiov+ Peak Plaw Fatai Time ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth! Surcharged Occurrence Ratio Tataf Depth Ratio (cfs) (days hh:mm) (cts) {fUsec) (min} (ft} (min) 1 8-9 0.25 0 00:1� 0.47 0.52 1.4fi 6.5A O.d1 0.82 Q.00 2 9-CURB 1.03 0 00:10 2.98 0.35 3.01 0.1A 0.45 0.45 0.00 . � � _ •. � . 1 �a1 oE'2.'iT 9:•nuI � ' �� �i FS . ' : : � � s�vFTo� s�� stn.4I +DoN . n n � , . � . .......i ...... .. . ; . n .i.... .. . . . /- 'i'_ .{..{..j..l..j..�..i. y..t• � 'Y t'-t�- -t _ .�..{. _�. .j..}. `'Y - -- - .i..T..�.. .j. �. ; . , . _ � i�� %/. ��J,8ca�.� � m _ P.F"i8�� '$ — � �g8 �: � � ,��o - � . ������ ' � � , x - - x � ' � ai C►'.S2Ii?.�a4VI ..� . ' , . 1 , � a� oo'aztr�ta ' `�f� G �' $��AYB�i �DqM : . . � . . , , n ' . ... . _ �.. . .. . .....:. ..: .:..:..:._......"""...._"'_".. .. . . . r � �� . . ' . , .. ;: . . � � : � : . . . ' : : � C ; . . ..... . . ....._' _ ' .. . . V W _ _ , y � N , �,' �$ F- � . �' �� � C � ��, . . 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RANCHO CALIFORNIA ROAD & LYNDIE LANE TEMECULA, CA 92591 CURB OUTLET 100 YEAR FLOW CALCULATIONS February 26, 2016 � �/� IngenAE „ .� a' y^ ��°��As►°�0� �� �� � ��' �� F^�, ��� Z C� �"�'�s�:��:G;;E=��1��18k m ��� �n�;f�^� � Q.,w u 0 �`\ Gov�il '� �s�;��.��,�C,��P � .�.;:�:�:,:�� p�l �t�---- IngenAE, LLC 301 N. Main Strect, Suite B Sottth f3end, Indiana 46601 www.ingenae.com Ai�cl�itecture Engineering Environmet�t�l 2/26/2016 Precipitation Frequency Data Server PIqAP�Ldtias 94,Volume 6,i/ersion 2 �,�.d..,_,,, ' �f` Location name:Temecula, Galifornia, US* Lafitude:33.5072°, Longitude:-117.1385° � � �? Elevation: 1153 ft* � � ,� �t,.: "source:Google Maps "�;;,,„ POINT Pt2ECIP17A�TION FR�G1l1�iVCY ESTIMATE$ Sanja Perica,Sarah Dietz,Sarah Heim,Lillian Hiner,Kazungu Maitaria,Deborah Martin,Sandra Pavlovic,Ishani Roy,Carl Trypaluk,Dale Unruh,Fenglin Yan,Michael Yekta,Tan Zhao,Geoffrey Bonnin,Daniel Brewer,Li-Chuan Chen,Tye Parzybok,John Yarchoan NOAA,National Weather Service,Silver Spring,Maryland PF tabular�PF graphical �Maps & aerials PF tabular PDS-based point precipitation frequency estima4es with 90% confidence intervals (in inches/hour)� -----._.__.._ � �.�.__..._.______. .____�__�.......___.._ -�__._.�_____._-- - ----- - Average recurrence interval (years) Duration�_... �... �-�-- ���----�----- ---- ---_----____-_--- ---- L . '..___._._.Il...__._._`.._Jl-_.._..._.�.._�.._I _.��________25 ---- -._50__.._ _.__100 _- ----200-- __500 .__.___1000 __. __..._- -...._ ���1.43 1.86 2.47 2.99 3.73 4.34 4.99 5.68 6.67 7 48 5-min �1.20-1.72) (7.56-2.24) f(2.06-2.99) (2.48-3.65) (2.99-4.72) (3.40-5.60) (3.80-6.61) (4.20-7.75) (4.73-9.52) (5.11-11.1) t_-,����� __ ...--» ___--- ...__.. ______..____._.._ 1.02 1.34 1.77 2.14 2.68 3.11 3.58 4.07 4.78 5.36 10-min �0.858-1.23) (1.12-1.61) (1.48-2.14) (1.78-2.61) r(2.14-3.38) r(2.44-4.02) (2.72-4.73) (3.01-5.56) (3.38-6.82 (3.66-7.93 �����I_�L_�� _- ��. �---� 0.824 1.08 1.43 1.73 2.16 2.51 2.88 3.28 3.86 4.32 15-min �0.692-0.992) (0.904-1.30) (1.19-1.72) (1.43-2.10) (1.73-2.73) (1.96-3.24) (2.20-3.82) (2.43-4.48) (2.73-5.50) (2.95-6.40) ���������---- 0.632 0.826 1.09 1.32 1.66 1.92 2.21 2.52 2.96 3.31 30-min �0.530-0.758) (0.692-0.994) (0.916-1.32) (1.10-1.61) (1.32-2.09) (1.51-2.48) (1.68-2.93) (1.86-3.44) (2.09-4.22) (2.26-4.90) ���������___���� �����0.491 0.642 0.852 1.03 1.29 1.50 1.72 1.96 2.30 2.58 60-min �0.413-0.591) (0.539-0.774) (0.712-1.03) (0.855-1.26) (1.03-1.63) (1.17-1.93) (1.31-2.28) (1.45-2.67) (1.63-3.28) (1.76-3.82) ��_...��._ _.--_.� _.�_..---_..�._��� 2-hr 0.352 0.461 0.610 0.734 0.908 1.05 1.19 1.34 1.55 1.72 (0.295-0.422) (0.387-0.556) (0.510-0.736) (0.608-0.894) (0.726-1.15) (0.818-1.35) (0.906-1.58) (0.992-1.83) (1.10-2.21) (1.17-2.54) ���������� � ---- 0.284 0.373 0.493 0.592 0.729 0.837 0.948 1.06 1.23 1.35 3-hr �0.239-0.342) (0.313-0.450) (0.412-0.595) (0.491-0.721) (0583-0�921) (0.655-1.08) (0.723-1.26) (0.788-1.45) (0.868-1.75) (0.924-2.00) 0.206 0.271 0.358 0.429 0.526 0.602 0.679 0.759 0.869 0.955 6-hr �0.173-0.248) (0.227-0.327) (0.299-0.432) (0.355-0.522) (0.421-0.664) (0.471-0.777) (0.518-0.900) (0.562-1.04) (0.615-1.24) (0.652-1.41) �12-hr 0.137 0.181 0.238 0.285 0.349 0.399 0.449 0.501 0.572 0.627 �0�115-0.165) (0.152-0.218) (0.199-0.288) (0.236-0.347) (0.279-0.441) (0.312_0.515) (0.342-0.595) (0.371-0.684) (0�405-0.816) (0.428-0.928) n24-hr 0.089 0.118 0.156 0.187 0.230 0.264 � 0.298 0.333 0.382 0.420 (0.078-0.102) (0l104-0.136) (0,137-0.180) (0.163-0.219) (0.195-0.278) (0.219-0.324) (0.241-0.375) (0.263-0.431) (0289-0.514) (0.308-0.584) 0.051 0.069 0.094 0.115 0.145 0.170 0.195 0.222 0.261 0.292 Z-day (0.045-0.059) (0.061-0.080) (0.083-0.109) (0_101-0.135) (0.123-0.175) (0.141-0.209) (0.158-0^246) (0.175-0.288) (0.198-0.351) (0.214-0.407) 0.035 0.048 0.067 0.083 0.107 0.127 0.148 0.171 0.205 0.233 3-day �0.031-0.041) (0.043-0.056) (0.059-0.078) (0.073-0.097) (0.091-0.129) (0.105-0.156) (0.120-0.187) (0.135-0.222) (0_156-0276) (0.171_0_325) n4�ay 0.029 0.040 0.056 0.070 0.091 0.108 0.127 0.148 0.179 0.205 (0.025-0.033) (0.035-0.046) (0.049-0.065) (0.061-0.082) (0.077-0_109)�(0.090-0.133) (0.103-0.160) (0.117-0.192) (0.136-0.241) (0.151-0.286) 0.019 0.027 0.038 0.048 0.062 0.074 0.088 0.103 0.125 0.144 7-daY (0.017-0.022) (0.024-0.031) (0.033-0.044) (0.042-0.056) (0,053-0.075) (0.062-0.092) (0.071-0.111) (0.081-0.133) (0.095-0.169) (0.106-0.201) �10-day 0.015 0.020 0.029 0.037 0.048 0.057 0.068 0.080 0.097 0.112 �0.013-0.017) (0.018-0.024) (0.026-0.034) (0.032-0.043) (0.040-0.058) (0.048-0.071) (0.055-0.086) (0.063-0.103) (0.074-0.131) (0.082-0.156) �20tiay 0.009 0.013 0.019 0.024 0.031 0.038 0.045 0.053 0.064 0.074 (0.008-0.011) (0.011-0.015) (0.016-0.022) (0.021-0.028) (0.026-0.038) (0.031-0 046) (0.036-0.056) (0.042-0.068) (0^049-0�087) (Ov055-0.104) �30-day 0.007 0.011 0.015 0.019 0.026 0.031 0.037 0.043 0.052 0.061 (0.006-0.008) (0.009-0.012) (0.013-0.018) (0.017-0.023) (0.022-0.031) (0.026-0.038) (0.030-0�046) (0.034-0.056) (0.040-0.071) (0.044-0.084) �45-day 0.006 0.008 0.012 0.015 0.020 0.024 0.029 0.034 0.041 0.047 (0.005-0.007) (0.007-0.010) (0.011-0.014) (0.013-0.018) (0.017-0.024) (0.020-0.030) (0.023-0.036) (0.027-0.043) (0.031-0.055) (0.035-0.066) �60-day 0.005 0.007 0.010 0.013 0.017 0.021 0.025 0.029 0.035 0.041 �0.004_0.006) (0.006-0.008) (0.009-0_012) (0.012-0�015) (0.015-0.021) (0.017-0.026) (0.020-0.031) (0.023-0.038) (0.027-0.047) (0.030-0.056) �Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at Iower and upper bounds of the 90%confidence interval.The probabiliry that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. - -- ----- --v Back to Top --- - ----- http://hdsc.nws.noaa.gov/hdsc/pfds/pfds�rintpage.html?Iat=33.5072&lon=-117.1385&data=intensity&units=english&series=pds 1/4 Autodesk Storm and Sanitary Analysis 2016 Prcaject pescription File Name............................................................................. ALDI Inc.-Temecula.CA.SPF F�roJ�:ct��a�lons FbwUnits............................................................................. CFS Elevation TYPe...................................................................... Elevation Hydrology Method.................................................................Rational Time of Concentration(TOC)Method.................................. UservDefined Link Routing Method.............................................................Hydrodynamic Enable Overfiow Ponding at Nodes......................................YES Skip Steady State Analysis Time Periods............................ NO �4nalysis Options Start Analysis On..................................................................Feb 26,2016 00:00:00 End Analysis On................................................................... Feb 26,2016 06:00:00 Start Reporting On........................................................_......Feb 26,2016 00:00:00 Antecedent Dry Days............................................................0 days Runoff(Dry Weather)Time Step..........................................0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step........................................ 0 00:05:00 days hh:mm:ss Reporting Time Step........_.................................................. 0 00:05:00 days hh:mmss Routing Time Step................................................................30 seconds Rainfall Details Return Period........................................................................ 100 year(s) Autodesk Storm and Sanitary Analysis 2016 sUbtJ�Sltl HyC,�fOIO�)l Subbasin : D�A�4#8 8R DMA#9 Input Data Area(ac).......................................................0.34 Weighted Runoff Coefficient........................ 0.8600 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres) Group Coeff. Impervious 029 - 1.00 Pervious 0.05 - 0.10 Composite Area&Weighted Runoff Coeff. 0.34 0.86 Subbasin Runoff Results Total Rainfall(in).......................................... 0.60 Total Runoff(i�)............................................0.51 Peak Runoff(cfs)......................................... 1.04 Rainfall Intensity........................................... 3.580 Weighted Runoff Coefficient........................ 0.8600 Time of Concentration(days hh:mm:ss)...... 0 00:10:00 6'EAV<RU�Of-F i0 CUR6 OUTI_ET IS l.k SS T'Ii,�N 5 C�S Aufodesk Storm and Sanitary Analysis 2016 Subbasin:DMA#8&DMA#9 Runoff Hydr'ograpl� 1.05 I 7 '� 0.95 9 0.9 �I 0.85 a I 0.8 i 0.75 � 0.7 0.65 N 0.6 -"-0.55 0 05. � O.A5 0.4- 0.35 0.3 025 0.2 0.15 0.1 0.05 0 0.5 1 1.5 2 25 3 35 4 45 5 5.5 Time(hrsj Autodesk Storm and Sanitary Analysis 2016 Project �escription File Name............................................................................. FlLDI Inc.-Temecula,CFl-Storm Pipe.SPF �roject Option� FlowUnits.............................................................................CFS Elevation Type...................................................................... Elevation Hydrology Method............................................................._..Rational Time of Concentration(TOC)Method.................................. User-Defined Link Routing Method............_...._.........................................Hydrodynamic Enable Overflow Ponding at Nodes......................_..............YES Skip Steady State Analysis Time Periods...._........._..._...... NO e4nalysis Options Start Analysis On.................................................................. Feb 26,2016 00:00:00 End Analysis On................................................................... Feb 26,2016 06:00:00 Start Reporting On................................................................Feb 26,2016 00:00:00 Antecedent Dry Days......_....................................................0 days Runoff(Dry W eather)Time Step..........................................0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step........................................ 0 00:05:00 days hh:mmss Reporting Time Step............................................................ 0 00:05:00 days hh:mm:ss Routing Time Step................................................................30 seconds Rainfall Details ReturnPeriod........................................................................ 100 year(s) Autodesk Storm and Sanitary Analysis 2016 �ubbasin hlydrology Subbasin : DfViA#8 Input Data Area(ac).......................................................0.09 Weighted Runoff Coefficient........................ 0.8000 Runoff Coe�cient Area Soil Runoff Soil/Surface Description (acres) Group Coeff. Impervious 0.07 - 1.00 Pervious 0.02 - 0.10 Composite Area&Weighted Runoff Coeff. 0.09 0.80 Subbasin Runoff Results Total Rainfall(in).......................................... 0.60 Total Runoff(in)............................................0.48 Peak Runoff(cfs)......................................... 025 Rainfall Intensity........................................... 3.580 Weighted Runoff Coefficient........................ 0.8000 Time of Concentration(days hh:mm:ss)...... 0 00:10:00 Autodesk Storm and Sanitary Analysis 2016 Subbasin:DMA#8 Runoff Ftydrograph o.2s 0 2s 5 o.2a �I �� o za p o.zz a 2i o� 0.19 0 18 0.17 I�� 0 16 N 0.15 u 0.14 w 0.13 0 � 0 12 � 0.11 D.7 0.09 0.08 � 0.07 0.06 �'� 0.05 i 0 04 � 0-03 '� 0.02 0.01 0 0.5 1 1 b 2 2.5 3 3.5 4 4.5 5 5_5 Time(hrs) Autodesl<Storm and Sanitary Analysis 2016 Subbasin : DIVIA#9 Input Data Area(ac).......................................................0.25 Weighted RunoFf Coefficient................._..... 0.8900 Runoff Coefficient Area Soil RunofF Soil/Surface Description (acres) Group Coeff. Impervious 0.22 - 1.00 Pervious 0.03 - 0.10 Composite Area&Weighted Runoff Coeff. 0.?_5 0.89 Subbasin Runoff Results Total Rainfall(in).......................................... 0.60 Total Runoff(in)............................................0.53 Peak Runoff(cfs)......................................... 0.80 Rainfall intensity........................................... 3.580 Weighted Runoff Coefficient........................ 0.8900 Time of Concentration(days hh:mm:ss)...... 0 00:10:00 Autodesk Storm and Sanitary Analysis 2016 Subbasin:DMA#9 Runoff Hydrograph 0.65 OB 0.75 0.7 0.65 06 0.55 0.5 1 � i "OA5 �! 0 � OA �d. � � 0 35 �'�� 0.3 II 025 02 �{ 0.15 i 1 Ot � 1 0.05 � il 0 � 0.5 1 1.5 2 2.5 3 3.5 4 4-5 5 5.5 Time(hrs) Autodesk Storm and Sanitary Flnalysis 2016 Jtanction Input SN Element Invert Ground/Rim ID Elevation (Max) Flevation (ft) ft 1 8MP tk8 0.38 10.00 2 BMP#9 0.13 10.00 Autodesk Storm and Sanitary Flnalysis 2016 Juncfion F2esulfi� SN Element Peak Peak Max HGL Max FIG� Max Average HGl Averaye HGL Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Elevation Depth Max HGL Flooded Flooded Inflow Attained Attained Depth Attained Attained Occurrence Volume Attained (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (ac-in) (rnin) 1 BMP#8 0.25 0.25 070 0.32 0.00 0.39 0.01 0 00:10 0.00 0.00 2 BMP#9 1.04 0.80 0.62 0.49 0.00 0.15 0.02 0 00:10 0.00 0.00 Autodesk Storm and Sanitary Analysis 2016 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ExiUBend Additional No.of IU Invert Invert Invert Invert Drop Slope Shape Diameteror Width Roughness Losses L.osses Losses Barrels Elevation Offset Elevation Offset Neight (ft) (ft) (ft) (ft) (ft) (ft) (%� (in) (in) 1 8-9 50.00 0.38 0.00 0.13 0.00 025 0.5000 CIRCULAR 6.000 6.000 0.0110 0.5000 0.5000 0.0000 1 2 9-CURB 25.00 0.13 0.00 0.00 0.00 0.13 0.5200 CIRCULAR 12.000 12.000 0.0110 0.5000 0.5000 0.0000 1 Autodesk Storm and Sanitary Analysis 2016 Pip� Results SN Flement Peak Time of Design Flow Peak Flow/ Peal<Flow Travel Peak Flow Peak Flow Total l'irne ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Occurrence Ratio -Ibtal Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 8-9 0.25 0 00:10 0.47 0.53 1.48 0.56 0.41 0.81 D.00 2 9-CURB 1.03 0 00:10 3.04 0.34 3.05 0.14 0.45 0.45 0.00 � 5 �m 3 �a$Ul �� �= p n '< 5 � � z Elevetbn(R7 am m��� r�m a ���' ...`�.-w...�.v.�'.R .'......-. a D . . . . . � Node ID BHP 86 - � - Aia 30.00 ft � � � � � Invere 0.38 ft $ ' .. ;_'__ __ :...;. ...:__, ' �_ � , '." '.. _ _ . O C N ' � �a o ry � ♦ ——a 0 � . . � : � o v 'J 7 m�� . ..... "' ..__ . 3 O oW � �5'.0 . '. , - - . x 3� ti . . . : . � � . . , . . . , . . � . : . � : . . , � . . . � . . . � : � . . � � . . . . . . � . : . � � . . . . l,I , .e _i..a._.__.`._i_.�.._i__i_"i"_'___i_"�___'_"`__i"". ._.. , � � a �m 3 m . , . . , . . . . . � � D � m �. . . � � . .. 31ode ID BHP /9 Rim 10-00 Ec . : - '. ' � ', � ' � ;Ieveei 0:13 Ec '. O C N '.F. ' � � O�O __ o g o o C �z tn N W o t.� p .001Nn� . .0 :D oo Vto l) � . : : : m m . S W.y,So� . . ..:...:.....�._.......:..i _ _ _. �x�. 3 m � m. . . . . .....�...�.'�":""._.._..�.. j_. j� : � � 11 ♦ . . . . . . .."._ _ .._�_. _ ._ � _ 0 Node ID CURB OUT48T; . " �I�Vezt 0.00 fe '. , �P� �- ►��� � ALDI Inc.—Temecula, CA � ingenAE, LLC � � Storm Water Calculations ���' � � � d�12�+�1 G�� ALDI INC. RANCHO CALIFORNIA ROAD & LYNDIE LANE T�MECULA, CA 92591 CURB OUTLET 100 YEAR FLOW CALCULATIONS February 26, 2016 �` ► ��� IngenAE ;, .►�� �' IngenAE, LLC 301 N. Main Street, Suite B South Bend, Indiana 46601 www.ingenae.cotl� Architecture Engineering Enviroi�mental 2/26/2016 Precipitation Frequency Data Server NOAA Atlas 14,Volume 6, Version 2 �,.u„�„ ���', Location name:Temecula, California, US* �� ,�``� Latitude:33.5072°, Longitude: -117.1385° ��, � '� Elevation: 1153 ft* �` � 'source:Google Maps `'`+.,,,,,',�s`�� POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica,Sarah Dietz,Sarah Heim,Lillian Hiner,Kazunyu Maitaria,Deborah Martin,Sandra P2vlovic,Ishani Roy,Carl Trypaluk,Dale Unruh,Fenglin Yan,Michael Yekta,Tan Zhao,Geoffrey Bonnin,D2nie1 Brewer,Li-Chuan Chen,Tye Parzybok,John Yarchoan NOAA,National WeatherService,SilverSpring,Maryland PF tabular�PF�raqhical �Maps & aerials iPF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)� Average recurrence interval (years) Duration - �`_� _����� 10 25 mm 50 _100 ' 20� 500 1000 __ 1.43 1.86 2.47 2.99 3.73 4.34 4.99 5.68 6.67 7.48 5-min �1.20-1.72) (1.56-2.24) (2.06-2.99 (2.48-3.65) (2.99-4.72 (3.40-5.60) (3.80-6.61) (4.20-7.75) (4.73-9.52) (5.11-11.1) �-����������� __ ___ 1.02 1.34 1.77 2.14 2.68 3.11 3.58 4.07 4.78 � 5.36 10-min �0.858-1.23) (1.12-1.61) (1.48-2.14) (1.78-2.61) (2.14-3.35) (2.44-4.02) (2.72-4.73) (3.01�5.56) (3.38-6.82) (3.66-7.93) 0.824 1.08 1.43 1.73 2.16 2.51 2.88 3.28 3.86 4.32 1 5-min �0.692-0.992) (0.904-1.30) (1.19-1.72) (1.43-2.10) (1.73-2.73) (1.96-3.24) (220-3.82) (2.43�4.48) (2.73-5.50) (2.95�6.40) 0.632 0.826 1.09 1.32 1.66 1.92 2.21 2.52 2.96 3.31 30-min �0.530-0_758) (0_692-0.994) (0.916-1.32) (1.10-1.61) (1.32-2.09) (1.51-2.48) (1.68-2.93) (1.86-3.44) (2.09_4.22) (2.26-4.90) 0.491 0.6A2 0.852 1.03 1.29 1.50 1.72 1.96 2.30 2.58 60-min �0.413-0.591) (0.539-0.774) (0.712-1.03) (0.855-1.26) (1.03-1.63) (1.17-1.93) (1.31-2.28) (1.45-2.67) (1.63-3.28) (1.76-3.82) �2-hr 0.352 0.461 0.610 0.734 0.908 1.05 1.19 1.34 1.55 1.72 (0.295-0.422) (0.387-0.556) (0.510_0.736) (0.608-0.894) (0.726-1.15) (0.818-1.35) (0.906-1.58) (0.992-1.83) (1_10-2.21) (1.17-2.54) 0.284 0.373 0.493 0.592 0.729 0.837 0.948 1.06 1.23 1.35 3-hr �0.239-0.342)�(0.313-0.450) (0.412•0.595) (0,491-0.721) (0.583^0.921) (0.655-1.08) (0.723-1.26) (0.788-1.45) (0.868-1.75) (0.924-2.00) 0.206 0.271 0.358 0.429 0.526 0.602 0.679 0.759 0.869 0.955 6-hr �0.173-0.248) (0.227-0.327) (0.299-0.432) (0.355-0.522) (0.421-0.664) (0.471-0.777) (0.518-0.900) (0.562-1.04) (0.615-1.24) (0.652-1.41) �12-hr 0.137 0.181 0.238 0.285 0.349 0.399 0.449 0.501 0.572 0.627 �0_115-0.165)I(0.152_0.218) (0.199-0.288) (0.236-0.347) (0.279-0.441) (0.312-0.515) (0.342-0.595) (0.371-0.684) (0.405-0.816) (0.428-0.928) [�24-hr 0.089 0.118 0.156 0.187 0.230 0.264 0.298 0.333� 0.382 0.420 (0.078-0.102) (0.104-0.136) (0.137-0.180) (0.163-0.219) (0.195-0.278) (O}219�0.324) (0.241-0.375) (0.263-0.431) (0.289�0.514) (0.308-0.584) 0.051 0.069 0.094 0.115 0.145 0.170 0.195 0.222 0.261 0.292 2-day �0.045-0.059) (0.061-0.080) (0.083-0,109) (0.101-0.135) (0.123-0.175) (0.141-0.209) (0.158-0.246) (0_175-0.288) (0.198-0.351) (0.214-0�407) 0.035 0.048 0.067 0.083 0.107 0.127 0.148 0.171 0.205 0.233 3-day �0_031-0.041) (0.043-0.056) (0.059-0.078) (0.073-0.097) (0.091-0.129) (0.105-0.156) (0.120-0.187) (0.135-0_222) (0.156-0.276) (0.171-0.325) 0.029 0.040 0.056 0.070 0.091 0.108 0.127 0.148 0.179 0.205 4-day �0.025-0.033) (0.035-0.046) (0.049-0.065) (0.061-0.082) (0.077-0.109) (0.090-0.133) (0.103-0.160) (0.117-0.192) (0.136•0.241) (0.151-0.286) 0.019 0.027 0.038 0.048 0.062 0.074 0.088 0.103 0.125 0.144 7'day (0.017-0,022) (0.024-0.031) (0.033-0.044) (0.042-0.056) (0,053-0.075) (0.062-0.092) (0.071-0.111) (0.081-0.133) (0.095-0.169) (0.106-0.201) 0.015 0.020 0.029 0.037 0.048 0.057 0.068 0.080 0.097 0.112 10-day �0.013-0.017) (0.018-0.024) (0.026-0.034) (0.032-0.043) (0.040-0.058) (0.048-0.071) (0.055-0.086) (0.063-0.103) (0.074•0.131) (0.082-0.156) �20-day 0.009 0.013 0.019 0.024 0.031 0.038 0.045 0.053 0.064 0.074 �0.008-0.011) (0.011-0.015) (0.016-0.022) (0.021-0.028) (0.026-0.038) (0.031-0.046) (0.036•0.056) (0.042-0.068) (0.049-0.087) (0.055-0.104) �30-day 0.007 0.011 0.015 0.019 0.026 0.031 0.037 0.043 0.052 0.061 �0.006-0.008) (0.009-0.012) (0.013-0.018) (0.017-0.023) (0.022-0.031) (0.026-0.038) (0.030-0.046) (0.034-0.056) (0.040-0.071) (0.044-0.084) �45-day 0.006 0.008 0.012 0.015 0.020 0.024 0.029 0.034 0.041 0.047 �0.005-0.007) (0.007-0.010) (0.011•0.014) (0.013-0.018) (0.017-0.024) (0.020-0.030) (0.023•0.036) (0.027•0.043) (0.031-0.055) (0.035-0.066) 60-day 0.005 ) 0.007 0.010 0.013 0.017 0.021 0.025 0.029 0.035 0.041 (0.004-0.006 (0.006-0.008) (0,009-0.012) (0.012-0.015) (0,015-0.021) (0,017-0.026) (0.020-0.031) (0.023-0.038) (0.027-0.047) (0.030-0.056) �Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at bwer and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or Iess than the lower bound)is 5°/o.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currentiy valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top http://hdsc.nws.noaa.gov/hdsc/pfds/pfds�rintpage.html?Iat=33.5072&lon=-117.1385&data=intensity&units=english&series=pds 1/4 Autodesk Storm and Sanitary Analysis 2016 Project D�scription File Name............................................................................. ALDI Inc.-Temecula,CA.SPF Project Options FiowUnits.............................................................................CFS Elevation Type...................................................................... Elevation Hydrology Method.................................................................Rational Time of Concentration(TOC)Method.................................. User-Defined Link Routing Method.............................................................Hydrodynamic Enable Overflow Ponding at Nodes......................................YES Skip Steady State Analysis Time Periods............................ NO Analysis Op�ions Starl Analysis On..................................................................Feb 26,2016 00:00:00 End Analysis On................................................................... Feb 26,2016 06:00:00 Start Reporting On................................................................Feb 26,2016 00:00:00 Antecedent Dry Days............................................................0 days Runoff(Dry Weather)Time Step..........................................0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step........................................ 0 00:05:00 days hh:mm:ss Reporting Time Step............................................................ 0 00:05:00 days hh:mm:ss Routiny Time Step................................................................30 seconds Rainfall Details Return Period........................................................................ 100 year(s) Autodesk Storm and Sanitary Analysis 2016 5ubbasin Hydrology 5ubbasin : DMA#8�DMA#9 Input Da4a Area(ac).......................................................0.34 Weighted Runoff Coefficient........................ 0.8600 Runoff Coefficient Area Soii Runoff Soii/Surtace Description (acres) Group Coeff. (mpervious 0.29 - 1.00 Pervious 0.05 - 0.10 Composite Area&Weighted Runoff Coeff. Q.34 0.86 Subbasin Runoff Resuits Total Rainfall(in).......................................... 0.60 Total Runoff(in)............................................0.51 Peak Runoff(cfs)......................................... 1.04 Rainfall Intensity........................................... 3.580 Weighted Runoff Coefficient........................ 0.8600 Time of Concentration(days hh:mm:ss)...... 0 00:10:00 PE.At<IZlJN10��F�7fl Cl1F:E3 Ol1"f'L.��I`IS L.E�S TI-I�N Ei CP�S Autodesk Storm and Sanitary Analysis 2016 Subbasin:DMA#8&DMA#9 Runoff Flydrograph 1.05 � �� � ( � �� i ��� 1 i� I ' 0.95 �� I � j ( I � 0.9- � 0.85 i' I I ( i I , I � _ I I � ' i 0.8 � i � i � � � 0.75 � � i I I � � ' i I 1 i I : .. i I : ( �. O7 ; i _ _ _� � : i � ' I I ' � I 4 0.65 � i i I I ! � �_ N �.6- � � � � - � pp � ' � _ � ' I � I --0 55 [ , i , i I , w i i I ; I � 0 05 � t I � � � � _ � i - I � , � � � ' I � o.a� . i ,_ � I i I __ ' 0.4 4 � E t � ( 0.35 ' ` � ( _! I � � � � ! �.3 i ;_ ! _ � ._ ; , j I I ' { � � 0.25 � I I _ I ! ; __ ; _. _ 0.2 � _ ', _ ' _ i � , . � I ! � � � . _ _ 0.15 i � _ � _ ( _ i 0.1 � � � � � � 0.05 ` i 0 �.5 1 7.5 2 2.5 3 3.5 4 d.5 5 5.5 Time(hrs) Autodesk Storm and Sanitary Analysis 2016 Project Descrip�ion File Name............................................................................. ALDI Inc.-Temecula,CA Storm Pipe.SPF �roject Optior�� FlowUnits............................................................................. CFS ElevationType...................................................................... Elevation Fiydrology Method.................................................................Rational Time of Concenlration(TOC)Method.................................. User-Defined Link Routing Method.............................................................Hydrodynamic Enable Overflow Ponding at Nodes......................................YES Skip Steady State Analysis Time Periods............................ NO Analysis Option� Start Analysis On.................................................................. Feb 26,2016 00:00:00 End Analysis On................................................................... Feb 26,2016 06:00:00 Start Reporting On................................................................Feb 26,2016 00:00:00 Antecedent Dry Days............................................................0 days Runoff(Dry Weather)Time Step..........................................0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step........................................ 0 00:05:00 days hh:mm:ss Reporting Time Step............................................................ 0 00:05:00 days hh:mm:ss RoutingTime Step................................................................30 seconds Rainfall Details Return Period........................................................................ 100 year(s) Autodesk Storm and Sanitary Analysis 2016 �ubbasin Hydrology Subbasin : DMA#8 Input Data Area(ac).......................................................0.09 Weighted Runoff Coefficient........................ 0.8000 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres) Group Coeff. Impervious 0.07 - 1.00 Pervious 0.02 - 0.10 Composite Area&Weighted Runoff Coeff. 0.09 0.80 Subbasin Runoff Resuits Total Rainfall(in).......................................... 0.60 Total Runoff(in)............................................0.48 Peak Runoff(cfs)......................................... 025 Rainfall Intensity........................................... 3.580 Weighted Runoff Coefficient........................ 0.8000 Time of Concentration(days hh:mm:ss)...... 0 00:10:00 Autodesk Storm and Sanitary Analysis 2016 Subbasin:DMA#8 Runoff Hydrograph 026 0.25 ; � � i � � �' � ,' 0.�4 _ � � � � � �23 � — � - _ �I � I � � � � o.�� � ! i � � ; �1 �, o.�� ; I I ! I I I. � ' a.2 I i � � � � �_ � _ . ' _ o.is G ' I_ ' I a�a. �( , i , . � i a�� � : _ � . _ _ I � I i _ I ! 0.16 � � I _ _ � � �. _ � � � _ � _ u 014- � ' ' I i I _ i i I N 0.15 � ` � i , � 0 013 i � i ' � � i � I I � � � � a�z ; � i � � _ _ � � I _ ; _ � 0.11 C � i . � � ! ; � I � I _ _ I I ._ _ 0.1 ! I �.09 I i ( _ l � _ _�. . I � � _ _ � 0.08 ' � , ; , I i � i I_ l _ _ j_ � _ 0.�6 i j_ . _ i i _ __ . � __ . 0.05 i i _ ; I i 0.02 I I ( i i _ ' I l � + _ � � _ _ � ! ! � 0.01 , 0 05 1 1.5 2 25 3 3.5 4 d.5 5 5.5 Time(hrsj Autodesk Storm and Sanitary Analysis 2016 Subbasin : DMA#9 Inpu4 Data Area(ac).......................................................0.25 Weighted Runoff Coefficient........................ 0.8900 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres) Group Coeff. Impervious 0.22 - 1.00 Pervious 0.03 - 0.10 Composite Area&Weighted Runoff Coeff. 0.25 0.89 Subbasin Runoff Results Total Rainfall(in).......................................... 0.60 Total Runoff(in)............................................0.53 Peak Runoff(cfs)......................................... 0.80 Rainfall Intensily........................................... 3.580 Weighted Runoff Coefficient........................ 0.8900 Time of Concentration(days hh:mm:ss)...... 0 00:10:00 Autodesk Storm and Sanitary Analysis 2016 Subbasin:DMA#9 Runoff Hydrograph 0.85 ( i i ' � I 0.8 A I ! i �, i 075. I � � ! _). _ _.. _ _. _ I ! I i I 0.7 ; ; ; I 0.65 I I, I I I ( � � I ( I � ( ( ' 0.6 � ! i j __ � , I � 0.55 i j I� � I � ' i , j ' � � _ � 1_ 0.5 � I ^ � � I ; � i I i � � I I , � D 45 I u f .. ����.... . . _ . . . .. _ . . . . . _... . v ; � I � � I � I � 0.4 I ' I _ � I I � _ � � _ � � _ � 0.35 __ _ _ I . f � � I I ( ! + � I o.s J _ � i i f ; � � � 0�5 � I � I _ � __ � I __ I i I ; I i i ! o� � ; , , ; ; � � ; a�s � � —� � � _� � ; . � , � o.� ? _ __ ; i ; � I , - -- i ! I 0.05 ' ; ; ' ' 0 0.5 1 1.5 2 25 3 3.5 4 4.5 5 5�5 Time(hrs) Autodesk Storm and Sanitary Analysis 2016 Junction Input SN Element Invert Ground/Rim ID Elevation (Max) Elevation (ft) (ft) 1 BMP#8 0.38 10.00 2 BMP#9 0.13 10.00 Autodesk Storm and Sanitary Analysis 2016 Juncfion Results SN Element Peak Peak Max HGL Max HGL Max Average HGL Average HGL Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Elevation Depth Max HGL Flooded Flooded Inflow Attained Attained Depth Attained Attained Occurrence Volume Attained (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 BMP#8 0.25 0.25 0.70 0.32 0.00 0.39 0.01 0 00:10 0.00 0.00 2 BMP#9 1.04 0.80 0.62 0.49 0.00 0.15 0.02 0 00:10 0.00 0.00 Autodesk Storm and Sanitary Analysis 2016 Pipe Input SN Glement Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ExiVBend Additional No.of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) 1 8-�J 50.00 0.38 0.00 0.13 0.00 0.25 0.5000 CIRCULAR 6.000 6.000 0.0110 0.5000 0.5000 0.0000 1 2 9-CURB 25.00 0.13 0.00 0.00 0.00 0.13 0.5200 CIRCULAR 12.000 12.000 0.0110 0.5000 0.5000 0.0000 1 Autodesk Storm and Sanitary Analysis 2016 Pipe ResultS SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time ID Flow Peak Flow Capacity Design Flow Velocity Time Deplh Depth/ Surcharged Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 8-9 0.25 0 00:10 0.47 0.53 1.48 0.56 0.41 0.81 0.00 2 9-CURB 1.03 0 00:10 3.04 0.34 3.05 0.14 0.45 0.45 0.00 ' _ _ _ _ ___ " '";"";]3'00'.0 Qxa�uI�' __ ' j . , , , �xahina �sn? ai •pon o . , , , , , , -��;-'---�--;._:..-'j-�,_,-�'-- -- - - --- - - - - - � � , , � , , � � � � � , , � � , � . , ; � � ._.,_._,__,_..__.__�_. _,_ � _ _ . , , . , , , . , ,_ , _.. ,. � � _,.......; � ; � � . _. .._ . . ; . ., , � , � ' m�� � . �.. ... __ ; � .�� � I � � , , , � � , , � � � , , , � � � � . � "'�"`_'...._.__.�...""_""._�_':"':-;.�' ' . 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